CN201598734U - Concrete filled steel tubular column ring beam joint for topdown construction method foundation pit engineering - Google Patents
Concrete filled steel tubular column ring beam joint for topdown construction method foundation pit engineering Download PDFInfo
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- CN201598734U CN201598734U CN2010201061584U CN201020106158U CN201598734U CN 201598734 U CN201598734 U CN 201598734U CN 2010201061584 U CN2010201061584 U CN 2010201061584U CN 201020106158 U CN201020106158 U CN 201020106158U CN 201598734 U CN201598734 U CN 201598734U
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Abstract
The utility model belongs to a concrete filled steel tubular column ring beam joint for topdown construction foundation pit engineering, which is used for fixing underground structures of buildings. An underground structural beam (3) is connected with a concrete filled steel tubular column (2) through a reinforced concrete ring beam (1); a column end (4) formed in topdown construction is disposed under the underground structural beam (3) and the concrete filled steel tubular column (2); the size of the cross section and reinforcing bars of the column end (4) are the same with a permanent frame column completed in topdown construction; the steel pipe contact portion of the column end (4) and the concrete filled steel tubular column (2) is connected through end connecting studs (12); the end connecting studs (12) are welded on the external wall of steel pipes of the concrete filled steel tubular column (2); and the outer perimeter of steel pipe wall of the concrete filled steel tubular column (2) is arranged at intervals. Preferentially, hoop bars (6) or studs (5) can be disposed on the connecting portion of steel pipe columns and the ring beam. The concrete filled steel tubular column ring beam joint can totally avoid the problem of reinforcing bar penetrating at the position of beam column joints of concrete filled steel tubular columns, and simultaneously resolves the problem of shear strength of concrete ring beams and concrete filled steel tubular columns.
Description
Technical field
The utility model belongs to fixed buildings underground structure bean column node structure, particularly uses the base pit engineering of topdown construction method of steel core concrete column.
Background technology
Base pit engineering contrary sequence method a kind of construction that to be agent structure combine with supporting and protection structure comprehensively, technology generally is elder generation's wall displacement construction diaphragm wall or other interim enclosure wall outside building basement, while was born the supporting of superstructure deadweight and working load at construction intermediate support stake of the position of the permanent frame column of interior of building and post before the base plate back cover as construction period; The agent structure of constructing then beam and slab structure, as the horizontal support of diaphragm wall or other enclosure wall, downward earth excavation and build each layer underground structure beam slab successively subsequently is until the base plate back cover, after finishing, adverse construction method, forms permanent frame column at post encased steel reinforced concrete; Simultaneously, because the floor structure of ground one deck is finished,, therefore can make progress simultaneously and successively carry out the construction of superstructure for condition has been created in the construction of superstructure; So ground is upper and lower constructs simultaneously, finishes until engineering.
Contrary sequence method is owing to have and can strictness control foundation pit deformation, save advantages such as foundation pit enclosure structure cost and quickening duration of a project, a large amount of application and popularization in highrise building ground foundation engineering, subway station, people's air defense, municipal engineering, have been obtained in recent years, favorable economic benefit and social benefit have been obtained, accumulated comparatively ripe design and construction experience, aspect theoretical, also become better and approaching perfection day by day simultaneously, and listed in country, industry and the provincial standard, this method has been classified one of 10 new technologies of national builing industry as at present.
For superstructure load bigger high level and superelevation layer structure, often need to adopt the vertical support of steel core concrete column as superstructure.Steel core concrete column has made full use of the interaction of steel pipe and core concrete, possessed that intensity height, plasticity are good, antifatigue and impact-resistant mechanical characteristic, the combination of two kinds of materials meets the developing direction that improves constructional materials intensity, along with the maturation of steel core concrete column shaft theory and perfect, the application of encased structures in factory construction is more and more, and particularly development is very fast in the highrise building.Superstructure steel core concrete column girder connection can be divided into the post perforation and beam connects, strengthen in post connects, specifically having that ring type, outer annular-stiffer formula, ring beam formula, reinforcing bar are through, two-beam type etc., and there are forms such as beam integral body penetration type, flange of beam penetration type, dividing plate penetration type, web penetration type in beam in connecting.But the current also also immature and perfect problem of research that has the steel core concrete column node is not appeared in the newspapers especially for underground bean column node research of the steel core concrete column in the pit top-down engineering.
According to the process characteristic of contrary sequence method self, the vertical support in the contrary working method engineering should finish from ground construction before the base pit engineering excavation, as the vertical support of underground superstructure in the reverse construction process.At present vertical support all adopts the pattern of steel post in conjunction with stand column pile, utilizes for steel post in the contrary working method engineering of steel core concrete column of high-level structure, because the diameter of steel core concrete column is bigger, generally is about 800mm to 1000mm.And the underground structure deck-siding is less, generally is about 500mm to 800mm.In underground bean column node position, exist bean column node position beam steel by steel core concrete column blocks, beam steel is difficult to pass through a difficult problem.Though enforcement along with a large amount of steel core concrete column concrete structure engineerings, developed multiple node connected mode head it off in the superstructure engineering, technology for the underground structure contrary sequence method, because steel core concrete column is born the load of superstructure, the form that can't adopt beam to connect, the node that must adopt post to connect.
Post commonly used connects bean column node need be at steel core concrete column surface soldered reinforcing ring, and beam steel is connected with steel core concrete column by being welded on the enforced loop plane.But the welding reinforcing ring is for the construction and the stressed adverse effect that exists of steel core concrete column.As welding before the steel core concrete column construction, be unfavorable for the construction of steel core concrete column before excavation of foundation pit; As welding again behind excavation of foundation pit, because steel core concrete column is born against making stage superstructure load, welding stress produces weakening to the intensity of steel core concrete column under the stress.The steel core concrete column bean column node that adopts conventional reinforced concrete circle beam to connect, can avoid the Welding Problems of enforced loop plane, but because the contrary sequence method underground structure need be born bigger vertical working load, the basement top level structure needs as operation platform, carries out operation for the contrary large-scale heavy duty construction machineries such as excavator in the enforcement process, crane, cubic metre of earth car and concrete mixer of doing.Conventional concrete filled steel tube ring beam joint, by at the ring beam middle part or the bottom steel tube outer surface paste weld-ring shape reinforcing bar, be used for Transfer of Shear.How guaranteeing the shear-carrying capacity problem of concrete ring beam and steel core concrete column under bigger adverse construction method load, is to adopt reinforced concrete circle beam to connect to need the problem that solves.
In sum, conventional steel core concrete column ring beam connected node can't directly apply to the contrary sequence method underground structure, bring bean column node position reinforcing bar connection, can't adopt that enforced loop plane connects, many unfavorable factors such as shear-carrying capacity problem of concrete ring beam and steel core concrete column.
The utility model content
In the base pit engineering of topdown construction method that overcomes existing employing steel core concrete column, the connectivity problem of bean column node position reinforcing bar, the utility model provide a kind of novel bean column node at the base pit engineering of topdown construction method that adopts steel core concrete column.Adopt this node, both can avoid the difficult problem of passing through of steel core concrete column bean column node position reinforcing bar fully, can solve the shear-carrying capacity problem of concrete ring beam and steel core concrete column simultaneously.
In order to solve the problems of the technologies described above, the technical scheme of being taked is:
A kind of steel core concrete column ring beam connected node that is used for base pit engineering of topdown construction method, comprise the steel core concrete column of constructing before contrary sequence method is implemented, the underground structure beam and the reinforced concrete circle beam of constructing in the contrary sequence method implementation process, described underground structure beam is connected by reinforced concrete circle beam with described steel core concrete column, after contrary sequence method is implemented to finish at described steel core concrete column encased steel reinforced concrete, form permanent frame column, it is characterized in that: described underground structure beam and described steel core concrete column junction are provided with and form the styletable head in the reverse construction, described styletable head is positioned at the positive lower end of described reinforced concrete circle beam and described steel core concrete column intersection, permanent frame column after the cross-sectional sizes of described styletable head and arrangement of reinforcement and described contrary sequence method are implemented to finish is identical, described styletable head is connected peg with described steel core concrete column contact position with the termination and connects, described termination coupling bar tack welding is connected on the described steel core concrete column outer wall of steel pipe, arrange at interval along described steel core concrete column steel pipe walls outer perimeter, the top mark of described reinforced concrete circle beam is high identical with the top mark height that is adjacent to down structural beams, the end absolute altitude of described reinforced concrete circle beam is lower than the end absolute altitude that is adjacent to down structural beams, the top longitudinal reinforcement of described underground structure beam bends downwards, anchor under the described reinforced concrete circle beam top rebars, the bottom longitudinal reinforcement of described underground structure beam is bending upwards, anchor into described reinforced concrete circle beam bottom, be positioned on the reinforced concrete circle beam bottom reinforcement bars.
Based on above-mentioned technical characterictic, steel core concrete column is established peg in the reinforced concrete circle beam scope, and described peg is arranged along the steel pipe outer perimeter spaced surface of described steel core concrete column.The layout of peg is the shear-carrying capacity that helps improving reinforced concrete circle beam and steel core concrete column.
Based on above-mentioned technical characterictic, steel core concrete column is provided with the ring muscle in described reinforced concrete circle beam scope, and described ring muscle is arranged at interval around described steel core concrete column steel tube surface.The effect of ring muscle is the shear-carrying capacity that helps improving reinforced concrete circle beam and steel core concrete column.The ring muscle can use simultaneously with the peg in the above-mentioned reinforced concrete circle beam scope, also can use separately.
The solution of said method success in the steel core concrete column contrary working method engineering reinforcing bar of underground bean column node pass through a difficult problem, by the application of measures such as styletable head, ring muscle and peg, also solved the low problem of shear-carrying capacity of conventional reinforced concrete circle beam and steel core concrete column simultaneously.
Description of drawings
The utility model will be further described below in conjunction with drawings and Examples and application construction method.
Fig. 1 is the 3-D view of the steel core concrete column bean column node in the utility model reverse construction.
Fig. 2 is the longitudinal plan of the steel core concrete column bean column node in the utility model reverse construction.
Fig. 3 is the drawing in side sectional elevation of the steel core concrete column bean column node in the utility model reverse construction.
The specific embodiment
Shown in Fig. 1,2 and 3,1 is reinforced concrete circle beam, 2 is steel core concrete column, 3 is the underground structure beam of constructing in the contrary sequence method implementation process, 4 is the styletable head of constructing in the contrary sequence method implementation process, 5 for being located at the peg of steel core concrete column and reinforced concrete circle beam junction, 6 are the ring muscle, 8 is underground structure back portion longitudinal reinforcement, 9 is underground structure beam bottom longitudinal reinforcement, 10 is the reinforced concrete circle beam top rebars, and 11 is the reinforced concrete circle beam bottom reinforcement bars, and 12 is that the termination of styletable head and steel core concrete column junction is connected peg.The utility model also goes for the different or one-sided steel core concrete column bean column node that beam is arranged of both sides deck-molding both applicable to basement span centre beam slab node.
For fear of steel core concrete column and underground structure beam link position, the problem that underground structure back portion longitudinal reinforcement 8 and bottom longitudinal reinforcement 9 can't pass through, steel core concrete column has adopted and has been different from the method that conventional reinforced concrete post bean column node adopts enforced loop plane, adopt reinforced concrete circle beam 1 to connect underground structure beam 3 and steel core concrete column 2, reinforced concrete circle beam 1 top absolute altitude equals to be adjacent to down the absolute altitude of structural beams 3, underground structure beam 3 top longitudinal reinforcements 8 bend downwards, anchor into the reinforced concrete circle beam top rebars 10 times; Reinforced concrete circle beam 1 bottom absolute altitude is lower than and is adjacent to down 3 end of structural beams absolute altitude, and bending anchors into reinforced concrete circle beam 1 bottom on the underground structure beam 3 bottom longitudinal reinforcements 9, is positioned on the ring beam bottom reinforcement bars 11.Anchorage length requires to determine according to the structure of existing reinforced concrete technology standard.
In order to solve the shear-carrying capacity problem of this steel core concrete column and reinforced concrete circle beam, taked following measure:
First, set up styletable head 4, this termination is formed in the reverse construction, cross-sectional sizes is identical with permanent frame column with arrangement of reinforcement, treat that contrary sequence method will be as the part of permanent frame column after finishing, styletable head 4 is connected peg 12 connections with steel core concrete column with the termination that is arranged on steel core concrete column 2 outer wall of steel pipe, and the setting that the termination connects peg 12 can increase the vertical shear-carrying capacity of node.
Second, steel pipe and reinforced concrete circle beam 1 junction weld stud 5 at steel core concrete column 2, steel core concrete column in contrary working method engineering should finish from ground construction before the base pit engineering excavation, as the vertical support of underground superstructure in the reverse construction process.Peg 5 can be finished in factory's welding procedure before the steel core concrete column construction, can avoid doing the excavation stage contrary, and welding stress has a negative impact to steel core concrete column is stressed.
The 3rd, steel pipe and reinforced concrete circle beam junction welding ring muscle 6 at steel core concrete column 2, arrange at interval around steel pipe, ring muscle 6 also can be finished in factory's welding procedure before the steel core concrete column construction, can avoid doing the excavation stage contrary, welding stress has a negative impact to steel core concrete column is stressed.
Above-mentioned shearing resistance measure can be used simultaneously, also can use separately.
Concrete job practices is: at first in factory on the outer wall of steel pipe of steel core concrete column 2 weld stud 5 and ring muscle 6, form the vertical support steel core concrete column of contrary sequence method then from ground construction at building-site, excavation of foundation pit is to 3 end of underground structure beam absolute altitude, after steel core concrete column comes out, carry out the reinforced concrete circle beam 1 of steel tube concrete beam and column node, the template construction of underground structure beam 3 and styletable head 4, thereafter assembling reinforcement concrete ring beam 1, the underground structure beam 3 and the reinforcing bar of the section of building styletable head 4 in advance, underground structure back portion longitudinal reinforcement 8 bending downwards anchors into reinforced concrete circle beam 1, longitudinal reinforcement 9 upwards bendings in underground structure beam bottom anchor into reinforced concrete circle beam 1.The concrete of last monobloc cast ring beam 1, underground structure beam 3, structural column termination 4 forms complete contrary sequence method basement structure.After adverse construction method finished, the encased steel reinforced concrete formed permanent frame column in the outside of steel core concrete column 2.
The utility model can be at the different underground structure deck-molding situation in both sides, or in basement end bay structure when only a side has beam, can adjust the height of described reinforced concrete circle beam, need anchor in the reinforced concrete circle beam by the high maximum underground structure back portion reinforcing bar of the amount of guaranteeing.
More than a kind of scheme that the utility model embodiment is provided introduce in detail, for one of ordinary skill in the art, according to the thought of the utility model embodiment, part in specific embodiments and applications all can change.In sum, this description should not be construed as restriction of the present utility model, and all any changes of being made according to the utility model design philosophy are all within protection domain of the present utility model.
Claims (3)
1. steel core concrete column ring beam connected node that is used for base pit engineering of topdown construction method, comprise the steel core concrete column (2) of constructing before contrary sequence method is implemented, underground structure beam (3) of constructing in the contrary sequence method implementation process and reinforced concrete circle beam (1), described underground structure beam (3) is connected by described reinforced concrete circle beam (1) with described steel core concrete column (2), after contrary sequence method is implemented to finish at described steel core concrete column (2) encased steel reinforced concrete, form permanent frame column, it is characterized in that: described underground structure beam (3) and described steel core concrete column (2) junction are provided with and form styletable head (4) in the reverse construction, described styletable head (4) is positioned at the positive lower end of described reinforced concrete circle beam (1) and described steel core concrete column (2) intersection, permanent frame column after the cross-sectional sizes of described styletable head (4) and arrangement of reinforcement and described contrary sequence method are implemented to finish is identical, the steel pipe contact position of described styletable head (4) and described steel core concrete column (2) is connected peg (12) with the termination and connects, described termination connects peg (12) and is welded on the outer wall of steel pipe of described steel core concrete column (2), arrange at interval along described steel core concrete column (2) steel pipe walls outer perimeter, the top mark of described reinforced concrete circle beam (1) is high identical with the top mark height that is adjacent to down structural beams, the end absolute altitude of described reinforced concrete circle beam (1) is lower than the end absolute altitude that is adjacent to down structural beams, the top longitudinal reinforcement (8) of described underground structure beam (3) is bending downwards, anchor under the described reinforced concrete circle beam top rebars (10), the bottom longitudinal reinforcement (9) of described underground structure beam (3) is bending upwards, anchor into described reinforced concrete circle beam (1) bottom, be positioned on the described reinforced concrete circle beam bottom reinforcement bars (11).
2. a kind of steel core concrete column ring beam connected node that is used for base pit engineering of topdown construction method according to claim 1, it is characterized in that described steel core concrete column (2) is provided with peg (5) in described reinforced concrete circle beam (1) scope, described peg (5) is arranged along the steel pipe outer perimeter spaced surface of described steel core concrete column (2).
3. a kind of steel core concrete column ring beam connected node that is used for base pit engineering of topdown construction method according to claim 1 and 2, it is characterized in that described steel core concrete column (2) is provided with ring muscle (6) in described reinforced concrete circle beam (1) scope, described ring muscle (6) is arranged at interval around the steel tube surface of described steel core concrete column (2).
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201061584U CN201598734U (en) | 2010-02-02 | 2010-02-02 | Concrete filled steel tubular column ring beam joint for topdown construction method foundation pit engineering |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201061584U CN201598734U (en) | 2010-02-02 | 2010-02-02 | Concrete filled steel tubular column ring beam joint for topdown construction method foundation pit engineering |
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| CN201598734U true CN201598734U (en) | 2010-10-06 |
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| CN2010201061584U Expired - Lifetime CN201598734U (en) | 2010-02-02 | 2010-02-02 | Concrete filled steel tubular column ring beam joint for topdown construction method foundation pit engineering |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102979182A (en) * | 2012-12-11 | 2013-03-20 | 上海市机械施工有限公司 | Ring beam connecting device |
| CN110080256A (en) * | 2019-06-06 | 2019-08-02 | 福建工程学院 | A kind of assembled cross anchor pier and its construction method |
| CN111021367A (en) * | 2019-12-27 | 2020-04-17 | 上海建工五建集团有限公司 | Upright pile system and construction method thereof |
-
2010
- 2010-02-02 CN CN2010201061584U patent/CN201598734U/en not_active Expired - Lifetime
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102979182A (en) * | 2012-12-11 | 2013-03-20 | 上海市机械施工有限公司 | Ring beam connecting device |
| CN102979182B (en) * | 2012-12-11 | 2015-01-28 | 上海市机械施工集团有限公司 | Ring beam connecting device |
| CN110080256A (en) * | 2019-06-06 | 2019-08-02 | 福建工程学院 | A kind of assembled cross anchor pier and its construction method |
| CN110080256B (en) * | 2019-06-06 | 2024-05-24 | 福建工程学院 | Assembled cross anchor pier and construction method thereof |
| CN111021367A (en) * | 2019-12-27 | 2020-04-17 | 上海建工五建集团有限公司 | Upright pile system and construction method thereof |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20101006 Effective date of abandoning: 20110727 |